Pavement Surface on Macadam Base, Adair...
Transcript of Pavement Surface on Macadam Base, Adair...
CONSTRUCTION REPORT
PAVEMENT SURFACE ON MACADAM BASE ADAIR COUNTY
BY
DONALD J, LYNAM ADAIR COUNTY ENGINEER
TABLE OF CONTENTS
INTRODUCTION 1
OBJECTIVE 1
PROJECT LOCATION 2
PROJECT FUNDING 2
TEST SECTIONS 4
SUBGRADE 4
MACADAM BASE 6
CONCRETE PAVING i 12 ~
ASPHALT PAVING 16
ROAD RATER 19
OBSERVATIONS 19
CONCLUSIONS 20
·APPENDIX
A. Cross Sections 23 B. Test Results 26 c. Crack Survey 33 D. Contract Copy 40
PAVEMENT SURFACE ON MACADAM BASE
Adair County Project SN-6085{4j--51-01 HR-209
INTRODUCTION
Southwest Iowa is short of quality aggregates for paving ---------projects. The coarse aggregate generally available in the
area is limestone from the Argentine ledge. This coarse aggre-
gate has a Class I durability ratin~and is prone to develop -----D-cracking. In addition, the general engineering soil classi-
fication1 rates the soils of southwest Iowa of having the
poorest subgrade bearing characteristics in the State. There
are instances of extensive deterioration in portland cement
concrete pavements which require reha~ilitation and/or recon-
struction.
The project was intended to explore alternative construe-
tion methods that may produce a pavement with better performance ~--- -------------·-------~-~--~---
for southwest Iowa.
OBJECTIVE
The objective of the research was three fold:
1. To d~ the feasibility, economics and performance of a roadway by placing portland c~t concrete anc'!._ asphaltic concrete on an o~graded ~ada_m base while developing design criteria by varying the thickness of the wearing surface.
1Donald A. Anderson, Theodore L. Welp, An Engineering Report on the Soils, Geology, Terrain and Climate of Iowa, Iowa State Highway Commission, Ames, 1960.
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2. To determine if the mac~dam baie is effective ' . - . ~------· - .
in reducing or el.irn:i,.nating the D-cracking deterioration of ~-Pi-Qd~ced with crµshed limestone exhibiting poor duraoility.
3. To determine the effec_:t_Q_f~1?.l9_ci;n_g_g_§_phalt:ic _ concrete direct1:y_ O_E__the macadam base, thu,s eliminating the chokestone~
PROJECT LOQATION.
The project is located on ~dair Coqnty ~oa~ G-6:1., located
six miles s.outh of Fontanelle and, three miles south, Qf Bridge-
water (see map on following page). Th,is highway serves as a
s~tcut b':!..ween two pril!@!'Y highways. T+u,cks frequently use
this highway,, including delivery trucks on a regula+ run. A
traffic count has not been made since contruction, but was
over 100 vehicles per day before paving~
PROJECT FU:T;NDIN.G
The prpject was_ funded with Adair Co.u,n,t:y,: Farm._..,.to-:-Market
funds. Fu,n~:i,.n~ to+ add:i,.tional c0st~ t~ the p~oject was_ deter-
mined by e~timating the conventipnal con~truction of six inch
portland cement concrete pavement at: $150,639.05. The total
research c9nstrµction, inclu,ding information signs, extra test--------------- ---- -ing, and contingency maintenance was $25.0,985.90. The Iowa c__ ~
Highway Research Board approved $100, 346. 8 5 from the Secondary-
Road Research Fund.
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ADAIR COU·NTY
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ADT
Est. No. 4303 .May 1979 A(lAM
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~~C-:IONS Section 1 - 1000 feet with 2" Type B asphaltic concrete
over 6 'i macadam base
Section 2 - iooo feet with 3" Type B asphaltic'concrete over 5" macadam base
Section 3 - 1885 feet of 411 portlahd cement concrete (Early chapel crushed limestone from Madison County) over 5" i:nacadam·base
Section 4 - i918 feet of 4" port land cement concrete over 5i1 macadam base
Section 5 - 1200 feet of 5" port land cement concrete over 5" macadam base
Section '6 - (Not a test section) 1200 feet of 6" portland cement concrete on hatural subgrade
Section 7 -· 1000 feet of 3" portland cement concrete over 6" macadam base
Section 8 - 300 feet ,of 2" portland cement concrete over 6" macadam base
All test sections are signed. All paved sections are twenty-
-·~ The macadam base is twenty;.;.four feet wide, ~
two feet wide.
except for full width sections ih the swales and.at the end of
test sections. See Appendix A for typical cross sections.
SUBGRADE.
The re·aa was graded in the fall of 197'8, and remained
closed during the spring of 1979 due t6 bridge construction.
The subgrade was cut with a CMI in th~ usual ~rocedure; except
in the transition sections (whidh proved to be our future
problem areas). The subgrade remained in very good shape
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during construction. For better drainage, the subgrade crown ~
was cut to a -4% grade (Figure 1) and the top grade of the
macadam base had a crown of -2% (Figure 2) resulting i n a
slightly th icker section at the sides.
Figure 1: Subgrade
Figure 2: Macadam Base
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MACADAM BASE
It was decided that the stone base material should meet
the requirements of Iowa DOT Standard Specification Article
4122.02; however, the size would range from 3" maximum top
size to a 3/4" bottom size. The construction of the macadam
base was constructed as set forth in Standard Specification
Article 2210; except no chokestone was used.
The producer crushed several hundred tons of 3" material
and a test section of macadam base and portland cement con-
crete was constructed (Figure 3) at the Department of Trans-
portation's Ames Laboratory. The test sample appeared to be
the result that we were searching for, so we proceeded with
the project.
The material for the project was produced (Figure 4) by
the Schildberg Construction Company, Inc. of Greenfield, from
their Mt. Etna Quarry. The stone was hauled a distance of
thirteen miles to the project. The gradation on the macadam
stone was as follows:
Sieve Size
3" 2"
l~" 1
3/4 #8
6
Percentage Passing
100 77 51 23 4.1 0.6
Figure 3: Test Sample
Figure 4: Crushing Plant
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The design weight was 135 pounds per cubic foot and the
project underran 0.009%. Central Paving Corporation was the
contractor on the project and elected to place the base
material themselves - for the first time - and had no
problems.
The macadam base was laid (Figure 5) with a ten foo t wide
Jersey spreader powered by a D8 tractor - which provided plenty
of power - and the trucks had no difficulty dumping. The
material was placed twenty-four feet wide. We had some segre-
gation in the center joint, but it was not as severe as with
four inch material. The three inch material compacted much
better than four inch material. The material did not rut -
if it was k ept wet - when rolled. In the first section we did not
heel in subgrade material against the edges. We tried to set
the macadam stone at the edge without the vibratory running.
In later sect i ons, the contractor heeled material against the
macadam before starting compaction and the results were better.
A Hyster vibratory roller was used (Figure 6) and we got good
compaction with minimum effort. The first day on the research ~
project we hauled and placed the macadam material, thereafter,
we hauled and placed the macadam material ahead of the paving
operation.
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Figure 5: Placement of Macadam
Figure 6: Compaction of Macadam
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There was one roller on the project. The roller made
several passes on the base material as it was laid, which
enabled the concrete trucks to pass through the project
(Figure 7) without too much difficulty. The roller con-
tinually compacted the stone ahead of the paver.
Figure 7: Concrete Truck on Macadam Base
After the first half day, it was found that the stone
compacted better and the fresh concrete finished better if -- --the rock was kept wet. Unfortunately, we started on the --- --two inch and three inch sections and while the rock was damp,
the stone drew additional moisture from the fresh concrete
and the contractor had trouble finishing. After the stone
surface was kept moist, finishing was normal. Even in the
two inch section, a stone was never vibrated to the surface
while I was on the project.
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From Station 145 to Station 153, the macadam stone was
placed full width on the grade during shouldering operations.
When the temporary earth shoulders were removed, the macadam
drained a steady stream of wa te r (Figure 8) for two days even
though we had not had an excess of moisture. At the sag areas
and the end of the research sections, a Class D stone (2" top
size, 3/4" - 0 to 20"/a , #8 - 0 to 10"/a ) wa s placed full width.
The area was dry last summer and from October l, 1979 until
April 30, 1980, we received only 9.47 inches of rain - the
normal being 11.04 inches. A total rainfall of 3.16 inches
fell in March and April so the macadam base did not get a
chance to produce. In fact, it has been so dry that the
county did not have one frost boil that required attention
this spring.
Figure 8: Drainage Through Macadam Base
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For a first time operation for a macadam base - on the
part of the contractor and county personnel - the operation
went very smoothly after the first few hours.
The Road Rater survey (Appendix B) was run on the macadam
section, but due to the flexibility of the base, the results
were inclusive.
~CONCRETE PAVING J The contract was let with two bid items on the concrete:
1. To furnish and deliver concrete by the cubic yard. ~~~- -- - ~~
2. Placement of the concrete by the square yard. ~-- -
The test section indicated that the concrete mortar flowed
into the voids of the macadam. In order that the contractor
would not have to guess at the overrun on concrete, it was
felt that a · better bid price would be obtained by the cubic
yard. The penetration loss was set up for each ·thickness of
concrete pavement as follows: 2" - 25%, 3" - 20"/o , 4" - 15%,
5" - 12%.
The first research section paved was the 300 foot of 2"
pavement, which presented a problem with the paver in trying
to adjust the thickness from six inches to two inches. The
transition sections from 6 11 to 2" and 3" to 6" gave us the
most problems at the time of construction and after construe-
tion. The transition sections should not be considered in
the results of the research project.
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We did not have earth heeled against the macadam base
adequately at the beginning of the project. The paver had
problems moving at a steady rate and had to have the addi-
tional help of a loader and patrol to motivate. In the areas
that earth had been heeled against the base, the paver had no
problems. The other problem was that the base was sli htly
watered, and in the 2" and 3" concrete sections, the rock
absorbed moisture from the fresh concrete and made finishing
a problem as th~ concrete set up faster. The solution was
to keep the rock surface in a wet condition in front of the
paver by a small water truck and absorbance was no longer a
problem. The concrete paver was operated off a string line.
The rock base remained in place (Figure 9) and we did
not have rock exposed on the concrete surface - even with the
thin lift concrete. The slipform trail forms had to be raised
to keep from digging into the rock on the shoulders, so we had
excess concrete at the edges (Figure 10) of the 2" and 3" sec-
tions. We had no problems on the 4" and 5" sections with
trail forms or excess concrete. The four inch and five inch
sections had no greater problems than the normal six inch pave-
ment. The daily production on the research project was not as - -good as a normal project. We had short days because of bridge
approach sections and shortage of materials.
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Figure 9: Macadam Base with Concrete
Figure 10: Excess Concrete at Slipform Edge
The sand for the mi~ was·hauled 38 miles from G. A. Finley's
plant at Brayton. The concrete rock came.from the Schildberg
Construction Company, Inc. quarry at Menlo, except for the Early
Chapel stone from the Gendler Stone Company quarry in Madison
County. The haul from the Menlo quarry to the jobsite was 30.5
miles.
The two inch section overran the estimate 5.78% and the
one core measured 2.00 inches in the 304 foot section. The 3"
section underran 7.44% and the two cores measured 2.30 and 2.90
inches in length for the 990 foot section. One 4" section over-
ran 15.70% and the two cores measured 4.00 and 4.85 inches. The
other 4" section overran 13.68% and the cores measured 4.95 and
4.30 inches. The 5" section overran 7.38% and the cores measured
4.90 and 4.65 inches. The normal metal strips used in depth
measurements could not be used in the rock, so numerous depth
and yield checks were made. The cut cores had crushed stone
irnbedded into the concrete.
The pavement was completed September 24, 1979 and after 14
days the road was opened to local traffic. Shouldering opera------------------:------------::::=:=::.::----··-·---~--
tions began the second of November. During shouldering opera-
tions, the west transitiO!J. section between the 3" and 6" pavement
broke up, plus several areas in the 2" section. The breakage was
caused by the loader and trucks dumping rock before. the shoulders
were completed. The contractor cut out and repaired all areas
I I
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without charge. During the shouldering operation~ sev~ral
cracks developed in the 2" and 3" sections, }Jut in the last
six months, only a few longitudinal and transverse cracks
have developed~ A map of the cracks as of M~y ls,· 1980, is
included in the report (See Appendix C) .
In the regular six inch section the ~ransverse joints
were sawed at 20 foot intervals, as well as the five inch
section. The 2, 3, and 4 inch thick sections were sawed at ----------,
15 foot intervals. All joints were sawed on a skew to a depth ---T/4. The contractor had no problems sawing the thin sections
or in filling the cracks.
The macadam base was primed with 0.30 gal/sy on September 26.
Due to a breakdown at the pl.ant, the asphaltic conc,rete was
placed September 29. Henningsen Construction, Inc. 0£ Atlantic
was the subcontractor for the asphalt portion of the contract.
The asphalt was hauled from the plant site near Lewis, Iowa,
30 miles to the jobsite. Because of the -small quantity, the
job mix was the same as work in progress for Pottawattamie County,
a Type B Class I ~" mix. A plant inspector from Pottawattamie
County helped us out.
A Blawknow PFSOO paver was used with a skid with twelve
shoes. We did not have much trouble with rock rising above
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the base surface, except when a truck driver would set his
brakes. When this situation occurred, the roller would reroll
the section.
The 1000 foot three inch lift was placed in two lifts
and included a 10% penetration loss. The 1000 foot two inch
lift tonnage included a 15% penetration loss. The 3" lift
overran 9.4% and the 2" lift overran 5.9%. I was the grade
inspector and because of the thin lifts, did not want to under
run the sections.
The trucks backed on the grade to the spreader (Figure 11)
and kept their speed down on the rock base; actually the base
remained in very good shape during the paving operation. Pro
duction was slow because of the long haul and shortage of
drivers. The asphalt was placed on a Saturday. The job actually
progressed with little more difficulty than a normal project.
The riding quality of the road is good and as of May 15, 1980,
had no cracks or defects.
Three of the five cut samples (Figure 12) from the grade
had macadam rock incorporated into the asphalt. The 3 " cores
measured 3 1/4", 3" and 3 3/4". The two inch cores measured 2\ "
and 1 7/8". The densities of the 3" cores ran 94.0"/o , 94.4% and
94% and the 2" cores ran 93.6% and 93.6%. I suspect that the
thin asphalt sections laid on a rather flexible macadam base
would tend to decrease the densities somewhat.
1 7
Figure 11: Asphalt Paving Operation
Figu re 12: Asphalt Test Samples
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I ,
ROAD RATER
The Road Rater test was conducted on the macadam base
before paving operations. The grade prior to paving was very
much in the same condition excep:t for two areas. The natural -
subgrade and macadam base results were nearly the same before
paving.
Tests were run after paving, but during the shouldering
operation, which might have effected the results somewhat.
The results were as expected - the maximum deflections were
on the thinner sections. The maximum deflection was obtained
on the 2" portland cement concrete followed by the 2" asphal
tic concrete, next the 3" asphaltic concrete and 3" portland
cement concrete.
A follow up test was run and the results were similar to
the results after construction. A copy of the report is in
Appendix B.
OBSERVATIONS
We have been disappointed that due to the extremely dry
weather, the macadam base has been unable to drain any mois
ture from the subgrade.
We tried to construct the research project using normal
construction operations. After the first day, the contractor
placed macadam ba~e ahead of the paving operatic~ without too
much distraction.
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The 4" and 5" concrete pav-ing was placed with no· more
problems than occurred with 6" pavement. By keeping the sub-
grade wet and starting the paver at 2" or 3" instead of trying
to adjust from 6" or up to 6", this portion of the operation
would go smoother.
We were very lucky to have excellent cooperation from
the contractor, Central Paving Corporation, the asphalt sub-
contractor, Henningsen Construct{on, Inc., and the material
producer, Schildberg Construction _Company, Inc.
_CONCLUSIONS
According to the contract items as bid, (See Appendix D)
the following is the cost per section of highway adjµsted to JJ
one mile: ~
6 11 PC pavement (regular) 6 11 PC pavement (using research bid prices) 5" PC pavement - 5" macadam base 4" PC pavement - 5" macadam base 3" PC pavement - 6" macadam base 2" PC pavement - 6 11 macadam base 2" Asphalt pavement - 6" macadam base 3" Asphalt pavement - 6" macadam base
--$100,153 122,611 143,279 127,122 116,215
98,491 98,513
120,840
I am sure that the contractor would bid the research
items cheaper as a regular project because they did not have
that much difficulty. The Jersey spreader and vibratory
roller were the only items that were rented.
If a contractor were laying macadam base in quantity,
widening the spreader would prevent ~egregation at the joint
20
and the outside sections. The three inch material handled
better and gave a better surface than four inch material
which I had observed on another project.
The asphalt price was high due to the amount of tonnage
on the project and the long haul. On a normal project with
a macadam base, I would design a three or four inch thickness
of asphalt.
I would probably go with the same percentage of penetra
tion loss with the portland cement concrete and asphaltic
concrete on a macadam base again. On a longer section, the
quantities could be adjusted much better.
On our pavement project in 1980, because of the poor con
dition of the pavement, we are breaking the old concrete and
leaving it in place. Plans call to break at least 80% of the
surface into 3" or 4" diameter pieces, roll with roller and
place seven inches of portland cement over the old concrete.
This project will be let the same as the research project with
two bid items on the concr~te; furnish and haul as one item
and placement as a separate bid item. With the seven inch
nominal thickness, we will be using a 10% penetration loss.
The public expressed an interest in the Pavement Surface
on Macadam Base Project and have continuad to since the com
pletion of the construction phase. The project could not have
been completed without the cooperation of the Adair County
21
t·
Board of Supervisors and the engineering staff and office.
A special thanks for·help from the Pottawattamie County
engineering department and George Calvert and Vernon Marks
from the Iowa Department of Transportation.
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APPENDIX A
Asphalt Cement Concrete 24 Portland Cement Concrete 25
23
r
ADAIR
I: I SLOPE I
5
12'
1
r r f (
COUNTY
211
- 3 11 NOMINAL DEPTH A. C. PAVEMENT
GRANULAR SURFACED
SHOULDERS
ACADAM STONE
3"- ~ '' AGGREGATE SIZE
s" - 6 11 CENTER DEPTH VARIABLE SHOULDER DEPTH
ADAIR
I: I SLOPE
COUNTY
2"- 3"- 4''- 5'' NOMINAL DEPTH P.C.C. PAVEMENT
GRANULAR SURFACED SHOULDERS
EARTH
MACADAM STONE 3''- ~" AGGREGATE SIZE
5 11 - 6 11 CENTER DEPTH
VARIABLE SHOULDER DEPTH
-------------------------------------- ---
APPENDIX B
Assurance Sample - Slump & Air 27 Asphalt Mixture Analysis 28 Assurance Sample - Crushed Stone 29 3/4 Crushed Stone for Shoulders 30 Concrete Core Measurements 31
.Road Rater Testing 32
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ASSURANCE SAMPLE
IOWA DEPARTMENT Of TRANSPORTATION ()F'FJCE OF MATERIALS
T'-'sl Rcport-MioccJlancous l\fo1crials
Laboratory Atlantic ---------------
Material ___ S_l_u_m ______ p_&_A'--i_r __ T_e_s_t_s __________ County Adair
Ames Snyder Lynam·File
Intended Use _P_C_C_P~-------------- Project No. __ §_N-6085 (4) --:--51-01
Laboratory No. ------------------- Design No. ------------
Date Reported J?ept_ember_l"'--'-7-'-'--'l:;:..;:..9---'-7--=9 ________ Contract No._
-- Producer ________ Contractor Central Pavin9~01:E_:_ _________ _
Source
{Tnit of 1\1aterial See Be=~l'---'o=--w~---- ______ Subcontractor-------------------
- Observed ;;*~&1< By _ __,H"'-'a=r-"o'---'l"-'d==----=L'---'.'--G"'-=i'-"1::.:1:::.e::::..::t--=t:.:e=-------- Senders No. --------- Date ---------
DISPOSITION:
On September 13, 1979, Dave Homan and Don Drees, Inspectors for Adair County Engineers Office, were observed while running the slump and air tests on the above project.
Slump · 111
Air 6.6%
Method of testing was in accordance with I.M. 319 & I.M. 318.
Complies Signed 27
. : ..
IOWA DEPARTMENT O~ TRANSPO~TATION DISTRIC~ LAB ANALYSI$
OF ASPHALT ~IXTURES <MATERIALS OFFICE>
COUNTY: ADAIR PROJECT NO.: SN~6085(4)--51-01
CONTRACTOR HENNINGSEN LAB NO. : 4AL9~340
LABORATORY ATLANTIC DATE : i 0/2/79
MIX TYPE: B CLASS: 1 · MIX SIZE: 112• CbURSE: SURFACE
. DATE SAMPLED: 9/29/79 DATE TESTED: 10/1/79 . .- 1'
PERCENT ASPH INTENTED PERCENT EXTRACTED ASPH. PERCENT ASPHALT RETAINED PERCENT ASPHALT
6.250 6.170
.250 6.420
* *.If SIEVE ANt1LYSIS * SIEl..1E PERCENT PASSING·
EXTRt)CTEI>
1.05" .000 3,r4• .000 .525" 100.000 3/8. 92.000 :: ··l 72.000 ::s 56.000 :: 1 6 42.000 ::30 30.000 ~50 15.000 ~100 7.900 ~200 7.000
CALCULATED SOLID SPECIFIC GRAVITY LABORATORY DENSITY (50 BLOW-MARSHALL) LABORATORY DENSITY (75 BLOW-MARSHALL> RICE SOLID SPECIFIC GRAVITY PERCENT VOIDS <50 BLOW-MARSHALL-RICE> PERCENT VOIDS <75 BLOW-MA~SHALL-RICE>
COMMENTS AND/OR DESCRIPTION OF CHANGES:-
ABSOLUTE VISCOSITY: DL4 = 1120 PENETRATION: RC-70 = . 119.7
CC: AMES, L YNf'1M, I HENN :r MG~~EN I MEYEI::: ·
98.000 85.000 66.000 52.000
29.000
4.600
* *·
SPEC LIMITS
100.000
2.383 1~800
99.000 80.000 64.000
39.000
10.600
TESlED BY:- RICHARD D. MEYER
28
.
;·: ... '
IOWA DEPARTM~NT OF TRANSPORTATION . ASSURANCE SAMPLE. __ -·· -· -- OFFICE OF MATERIALS.· -- ..... ··---· .. --
TEST REPORT- - MISCELLANEOUS MATERIALS LAB LOCATION AMES
MATERIAL CRUSHED STONE LAB NO. AAC9-75J . - ... - - ··-·· ..... -. ··---· .. -- - ·-. - .--INTENDED USE PCCP
' J
COUNTY ADAIR .PROJ NO~ SN-6G85(4>-~s1~e1
DESIGN PAVING . CONTRACT NO. 16490
. .._ PRODUCER . SCHILD BERG CONS TR. CO. CONTRACTOR CENTRAL PAVING
SOURCE MENLO SE 17-77-31 ADAIR CO. -· -- ---··· ·-·
UNIT OF MATERIAL TAKEN FROM STOCKPILE AT PAVING PLANT • . _.:.__. __ _.__ __ -----·· .. .; ____ .. ___ - --·.
· SAMPLED BY GILLETTE
DATE SAMPLED .· .9/13/79. - .... ·.REC ID 9/24/79
SENDERS' NO. 4FJ9-643 '\
-- ~ - ...... REPORTED . 1 G/3/79
--------------------------------------------------------------------------------- ' .
X PSG. ~8 AFTER 16 ~YCLES, F&T, WATER-ALC. SOL. 1
X WEAR, LA.ABRASION, GRADING B
COPIES: CRUSHED STONE •J. RA- St~YDER - 2 D. J. LYNAM.· SN-6085(4)--51-01, ~DAIR GEOLOGY
DISPOSITION: PROPERTIES TESTED COM~LY
29
23
SIGNED: BERNARD C. BROWN TESTING ENGINEER
I
-1
.. ~-ffe· IOWA DEPARTMENT OF TRANSPORTATION
OF~ICE OF MATERIALS' TEST REPORT- - MISCELLANEOUS MATERIALS
LAB, LOCATION AMES
MATERIAL 3/4 CRUSHED STONE -- LAB, NO. AAR9-259 - . -· -- -. -·· --- -
INTENDED USE GRANULAR SURFACING FOR SHOULDERS
COUNTY PROJ NO. DEPT. INFO.
DESIGN CONTRACT NO.
PRODUCER SCHILDBERG CONTRACTOR
SOURCE MT. ETNA 14/23 73-34 ADAMS CO.
UNIT OF MATERIAL 1 DAG +4 3X3/4 MACADAM SCALPED FROM PRODUCT.- 6,000 TON
SAMPLED BY H. WAYNE JACKSON SENDERS' NO. 4WJ9-287
DATE SAMPLED 9-18-24~79 REC'D 10-3-79 REPORTED tG-10-79 . . -------------------------------------------------------------------------------
X PSG. 18 AFTER 25 CYCLES, F&T, WATER SOL. 11
X WEAR, LA ABRASION, GRADING
COPIES: ROPrD STONE \UH~ SNYDER ( 2 > DDM L YNM1 H. WAYNE JACKSON GFOl .. OGY
DISPOSITION:
B 27
30 .·
SIGNED: BERNARD C. BROWN
;..._
'--
I
1·
------------------··
CORING COMPLE'I'ED OC'l'OBER 9, 1979
- ··-7 ','
Jc}.'./A. DLl'ldn'Ml::i~T CJF 'ii'/,J~SPCJRTll'l'JON
· M,11· 1·r. i a 1 s D':r,;~ r 1.;11(;nt
At J.mt ic JJ..!V.Jl'U\'l'ORY
NUl' J CE OF CONCHETE CG?.£· MEJ\SUHi~MENTS -:-··- ----·~·-·------··---·--· ·- ·---------=----------
County · Adair
Potter SN-6085(4)--51-01 Adair County Snyder Lyriam,_. Huisman McLaughlin (2) File
Contractor ___ Sef!t:t;EJL_!:>.~Yi.ng __ ----------------------~·--- Road No.
Length of Project, Miles _______ 4 __ . ~8~_ -----·----- -----· ·-- Year Built __ l~_]_L ___ _
Fixed Form 51 ip Form ___ . ..: .. X . ..:___ _Design Depth, . In. 2", 3", 4" .~ 6 11
Date Reported November 15, 197 9
Special Provision 'Number ----- applies. · Std. Specs. apply --~---
---· core Dist. from Uncut Length Width
Number Station CL - Feet Inches Feet Remarks
4-2682 122+00 9:°21 Lt-:- -4.00 22· 4" Pavement
4-2683 134+00 1.6' Rt. 4.85 22 4" II
Brid~e 4-26 4 143+00 5 ~ 4 1 Lt. 4.95 22 411 II
4-2685 155+00 ·9. 0 I Rt. 4.30_ 22 411 II
4-2686 162+00 2.0· Lt. 4.90 . 22 5" 4-2687 170+00. 5 •. 7 I Rt. '4.65 22 5"-4-2688 174+00 8.7' Lt. 5.60 22 6"'
E4-2689 173+00 9.2' .Lt. 5·.30 22 6" E4-2690 175+00 9.4' Lt. 6.10 22 6"
4-2691 183+00 1.5' Rt. 5~15 22 611 E4-2692 182+00 1.8' Rt. 5.60 22 6n
4-26§4 186+00 5.6' Lt. -~:as_.,. 22 r 4~26 5 93+00 9.7' Rt. 22 II
4-2696 195+00 2.1' tt. 2.00 22 211 4-2697 200+00 8.6' Rt. 6.50 22 6" 4-2698 210+00 2.3' Lt. 6.10 22 6" 4-2699 220+00· ·5. 3 ,. Rt. 6.35 22 6" .. 4-2700 230+00 8.9' Lt. 6.40 22 611 II
4-2701 241+00 2.2' Rt. 6.25 22 6" " ~=~~8j 251+00 5.4' Lt. 6.05 22 6" II
261+00 9.2' Rt. 6.05 22 611 II
4~2'704 271+00 1.7' Lt. 6.40 22 6" II
4-2705 282+00 5.7' Rt. .. g:~6 22 6" II
4-2706 290+00 9.4' Lt. 22 611 II
Bridge 1.6 1 4-27 7 296+00 Rt. 6.35 22· 611 II
4-2708 306+00 5.4' Lt. 6.20 22 611 II
4--2709 316+00 9.5' Rt. 6.15 22 611 II
4-2710 326+00 1.7' Lt. 6.35 22 6" II
4-2711 337+00 -6 •. 3' Rt. 6.10 22 611 II
4-2712 347+00 9. 2' Lt. 5.90· 22 611 II.
4-2713 357+00 1.4' Rt. 6.65 22 611 II
31
HR-209
SUMMARY OF ROAD RATER TESTING
on paving on paving
Mils of Deflection on grade
Date Tested prior to paving Section Station Description 9/13/79 11/15/79 5/22/80
1 100 - 110 2" Type B AC over 6" Macadam Base 5.0 3.1 4.8
2 110 - 120 3" Type B AC over 5" Macadam Base 5.4 2.25 4.0
3 120 - 138 4" PCC over 5" Macadam Base (Early) 5.7 1. 3 1.46
4 140 - 145 4" PCC over 5" Macadam Base 2.5 1. 0 1. 2
w 5 145 - 153 4" PCC over 5" Macadam Base 3.9 1.1 1. 56 IV
6 153 - 160 4" PCC over 5" Macadam Base 5.3 1. 3 1.4
7 160 - 172 5" PCC over 5" Macadam Base 4.8 1. 35 1. 2
8 173 - 184 Standard Concrete 4.6 1. 2 1.4
9 184 - 194 3" PCC over 6" Macadam Base 4.3 1. 9 2.9
10 194 - 197 2" PCC over 6" Macadam Base 5.0 3.7 3.25
11 197 250 6" Standard PCC 4.6 1.1 1. 34
' ;·
APPENDIX C
Initial Survey 34
May 20, 1980 Survey 37
33
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APPENDIX D
Contract Copy 41
40
-------------------------------
..........
·.\
.-
··--··---------------·-------·-- ··--····· ---···· ··-· .. - ···---·---·-- --·-·-----·------· .. -.. -· -- ... ·-· ....... .,,..., .. -------'-------"-· .. -· ·- ..
CONTRACT. NO.. 1~490
TVPf. ~F WOR~~_Q_P,-T 0 _CEMENT CON~-~- PAV IDT.. ROJECTNO. SN-6085( ltJ--51-01 MILEs _ __,_4_.,_a_8_8_ -----'--.-,.c-o""'"'s"'-r CENTER eo1000 OBJECT
COUNTY A DA J R, . {JN SECONDARY ROAD G61 FROM NW CORe SEC. 21~74-33
860
----------· EAST APPRO.X"' 5 MILES TO COUNTY ROAD JCT N72 THIS AGREEMENT MADE AND EN°TERED BY AND BETWEEN THE COUNf y OF -ADA JR,, IOWA
·-=-~~...---:---~..,...,-,~---------~ PARTY OF THE .FIRST PART, AND
CENTRAL PAV lN_~_~.:_Q_RPO~~!J.ON OF __ INDl~NOLA, IOWA . 07150
P~RTY OF THE SECOND PART
W• !NESSETH, THAT THE PARTY OF THE SECOND PART.FOR ANO IN CONSiDERATION OF S :il<$:Cr.6QJ t 008.0 92 , PAYABLE AS SET FORTH IN THE SPECIFICA-T•ONS CONSTITUTING A PART OF THIS CONTRACT, HEREBY AGREES TO CONSTRUCT VARIOUS ITEMS OF WORK AND, OR,, TO SUPPLY VARIOUS MATERIALS OR SUPPLIES_ IN ACCORDANCE WITH THE PLANS AND SPECIFICATIONS THEREFOR, AND IN THE LOCATIONS DESIGNATED IN THE NOTICi:. TO BIDDERS, AS FOLLOWS: .
~;~i------~------ --~~-~ -~-:=~------~ _ .. _.J ____ QUA~TI T~ ___ [,_u_N_I 1_l.__ __ u_N_IT_PR_1_c_E __ _._ __ AM_o_u_N_T __
1 PAVEMENT., SLIP FORM P,., C., CONG .. CLASS B~ 6 IN ..
2 SHDUlOE.R COl\ISTRUCTIONQ EARTH 3 REMOVAL OF PAVEMENT 4 SHOULDERS., GRANULAR SURFACING OF 5 BASEv TVPE B CLASS 1 ASPHALT
6 1 8 9
10
CEMENT CONCRETE PR I MER OR l.~CK-·COA T BI TU MEN ASPHALT CEMENT BASEv MACADAM STONE BACKFILL~ SPECIAL P~Cc CONCRETE, CLASS B~ EARLY CHAPEL AGGREGATE., FURN~ & DELIVER
ll PoC6 CONCRETE, CLASS B, ,FURNISH & DELIVER
12 Sl IPFORM, P.C .. CONCRETE PAVEMENT PLACEMENT
13 EXCAVATION"' CLASS 109 ROADWAY & BORROW
l4 BRIDGE APPROACH SECT ION
4.3,402 516
79 411609
813 11855
49 6t1689
488
SQ., VOS .. STAS., SQ., YOS .. TONS
TONS GAlS. TONS TONS TONS
122 CU. YDS.
111360 CUe VOS.,
15, 409 SQ. YD S.,
150 CU. YDS.
7 ... i'6 30.,00
3o00 .. ·. _7 .. 12_
28 •. 60. .90
165 .. 00. 1 .. ·06 9 .. 56
45 .. 00
45.00
2.00
. 3.00
336,799.52 1.5.480.,00
237 .. 00 32.816. 08
23~251.80 11166'9. 50 s,oes.oo
47.224.34 4;665.28
61,200.00
30.818.DO
. 450.00
-=================================================================================================== PARTY OF THE SECOND PART CERTIFIES BY HIS SIGNATURE ON THIS CONTRACT, UNDER PAIN OF PENALTIES FOR FALSE CERTIFICATION, THAT HE HAS COMPLIED
WITH 324 17181 OF THE 1975 CODE OF IOWA AS AMENDED. IF APPLICABLE SAID SPECIFICATIONS ANO PLANS ARE HEREBY MADE A PART OF AND THE BASIS OF THIS AGREEMENT, ANO A TRUE COPY OF SAID PLANS ANO SPECIFICATIONS IS NOW ON
. I .
Fllf IN THE. OFFICE Of' THE PARTY Of THE FIRST PART UNDER OATF. OF _______ J_U~ __ L_Y __ l_2_t __ 1_9_7_9 _______________ _ THAT IN CONSIDERATION OF THE FOREGOING. THE PARTY OF THE FIRST PART HEREBY AGREES TO PAY THE PARTY OF THE SECOND PART, PROMPTLY AND ACCORDING
TO THE REQUIREMENTS OF THE SPECIFICATIONS THE AMOUNTS SET FORTH, SUBJECT TO THE CONDITIONS AS SET FORTH IN THE SPECIFICATIONS. THE PARTIES HERETO AGREE THAT THE NOTICE ANO INSTRUCTIONS TO BIDDERS. THE PROPOSAL FILED HEREIN, THE GENERAL SPECIFICATIONS OF THE IOl'IA DEPARTMENT OF
TRANSPORTATION f"OR 1917 TOGETHER WITH SPECIAL PROVISIONS ATTACHED, TbGETHER WITH THE GENERAL ANO DETAILED PLANS, IF ANY, FOR SAID PROJECT
. SN- 60 8 5 { 4 )-.--· 51- Q l , TOGETHER WITH SECOND PARTY'S PERFORMANCE BOND, ARE MADE A PART HEREOF, AND TOGETHER WITH THIS INSTRUMENT CONSTITUTE THE CONTRACT BETWEEN THE· PARTIES HERETO
THAT IT IS FURTHER U_NOERSTOOO AND AGREED BY THE PARTIES OF THIS CONTRACT THAT THE ABOVE WORK SHALL BE COMMENCED OR COMPLETED IN ACCORDANCE WITH
THE FOLLOWING SCHEDULE
APPROX. OR SPECIFIED STARTING DATE OR NUMBER OF WORKING DAYS
40 WORKING DAYS
SPECIFIED COMPLETION DATE OR NUMBER OF WORKING DAYS
NOV. 2. 1979
THAT TIME IS THE ESSENCE. OF -THIS CONTRACT AND THAT ~A•O CONTRACT CONTAINS ALL OF THE TERMS AND CONDITIONS AGREED UPON BY THE PARTIES HERETO. 11'1 WITNESS WHERE~F _THE PARTIES HERETO HAVE se'T THEl-S FOR TllE PURPOSE HERE'Jl'laEXPRESSED TO nus AND THREE OT.HER _IDENTICAL INSTRUMENTS AS OF
THE I DAY OF It 19 /}I ·
BY_c_;fj~ . . ~~-----
_C.G. Mikulanec President 41
·Approved~
6 1 Contracts Engineer Date
IOWA DEPT. OF TRANSPORTATION
CONTRACT NO e 16490 PROJEC l SN-608 5( 4)--·-51-01 PAGE 2 ITEM lTEM QUANTitY UNIT UNIT ~RICE AMOUNT
NO
REINFORCED AS PER PLAN 195-. 560 SQe YDS .. 40.,00 7~822 .. 40
GRANO iUT Al
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42